CN116625566A - Continuous measuring method for real three-dimensional stress of engineering rock mass - Google Patents
Continuous measuring method for real three-dimensional stress of engineering rock mass Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 55
- 239000011435 rock Substances 0.000 title claims abstract description 46
- 239000002131 composite material Substances 0.000 claims abstract description 9
- 238000000691 measurement method Methods 0.000 claims abstract description 9
- 238000005553 drilling Methods 0.000 claims abstract description 6
- 230000035882 stress Effects 0.000 claims description 91
- 238000012937 correction Methods 0.000 claims description 13
- 238000005259 measurement Methods 0.000 claims description 6
- 239000000853 adhesive Substances 0.000 claims description 3
- 230000001070 adhesive effect Effects 0.000 claims description 3
- 230000006355 external stress Effects 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 238000012360 testing method Methods 0.000 description 6
- 239000003245 coal Substances 0.000 description 4
- 238000005065 mining Methods 0.000 description 3
- 239000002775 capsule Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000009662 stress testing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
- G01L5/16—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force
- G01L5/161—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force using variations in ohmic resistance
- G01L5/1627—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force using variations in ohmic resistance of strain gauges
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The application discloses a continuous measurement method for real three-dimensional stress of an engineering rock mass, which comprises the following steps: mounting a hollow inclusion sensor at a measuring point, recording the polar angle and the axial deflection angle of each channel, and obtaining a first strain value of each channel of the hollow inclusion sensor at a certain moment after the mounting is completed; drilling a thick-wall cylindrical rock core coaxial with the hollow inclusion by adopting a trepanning stress relief method, continuously measuring strain values of all channels, and obtaining a second strain value of the final stable state of each channel; and calculating the real three-dimensional stress state of the measuring point at a certain moment by adopting a thick-wall cylinder elasticity theory based on the difference value between the second strain value and the first strain value at a certain moment of each channel of the hollow inclusion sensor. According to the application, the three-dimensional real stress value of the measuring point corresponding to each moment is calculated by adopting the elastic solution of the periphery of the round hole of the composite structure, and the real stress state of the surrounding rock is reflected.
Description
Technical Field
The application belongs to the field of rock mass stress testing, and particularly relates to a real three-dimensional stress continuous measurement method for an engineering rock mass.
Background
The stress state of the rock mass is an important parameter for evaluating the stability of engineering surrounding rock, the stress in the rock mass can be redistributed in the construction process of underground engineering, and the stress redistribution of the rock mass can lead to local stress concentration, so that the rock at the stress concentration position is damaged. Therefore, a reasonable method must be adopted to obtain the true stress state of the key parts of the disturbed rock mass.
Because the rock mass stress can not be directly measured, the back calculation can be carried out based on the medium stress-strain relation only by measuring the parameter variation of displacement, strain and the like of the rock mass or a sensor caused by stress variation. The commonly used sensors include a pressure box and a strain gauge (gauge), but the pressure box can only obtain the compressive stress perpendicular to the surface of the pressure box, the strain gauge (gauge) can only obtain the stress along the direction of the sensor, even if a plurality of sensors with different angles are used, only the stress variation of partial directions relative to the initial state can be obtained, the true three-dimensional stress state of a measuring point is not obtained, and the true three-dimensional stress of a medium is the only index for evaluating the stability of the medium. Therefore, stress relief must be performed on the basis of indirect physical quantity testing to obtain the true three-dimensional stress state of the test point. Wang Enyuan and the like (CN 101514926B) put a capsule type pressure sensor at a measuring point position, and read the subsequent variation of the pressure sensor by means of an acquisition instrument, which is a single-component stress increment test technology. Based on the measurement, chen Ying and the like propose a measuring device and a measuring method (CN 114235256A) for continuously measuring the three-dimensional ground stress of a coal rock mass, wherein a capsule type pressure sensor is replaced by a hollow inclusion stress meter, and the change quantity of the three-dimensional stress is calculated according to the change quantity of a plurality of strain gauges of the hollow inclusion in the disturbance process of a measuring point. Zhou Gang et al, in the paper of Chen four-story ore fully-mechanized mining face stope stress monitoring and evolution law research (coal journal, 2016), adopted the three-dimensional stress monitoring method in CN114235256A, studied the fully-mechanized mining face stope three-dimensional stress evolution law. However, the stress obtained by the two methods and the research results is the increment of stress change and is not the current real stress state of the measuring point.
Only the true three-dimensional stress state of the rock mass is measured in the stability evaluation of the engineering rock mass, so that the conventional one-dimensional or three-dimensional stress increment test technology obviously cannot meet the actual requirements.
Disclosure of Invention
The application aims to provide a method for continuously measuring real three-dimensional stress of an engineering rock mass, which aims to solve the problems in the prior art.
In order to achieve the above purpose, the application provides a continuous measurement method for real three-dimensional stress of an engineering rock mass, which comprises the following steps:
mounting a hollow inclusion sensor at a measuring point, recording the polar angle and the axial deflection angle of each channel, and obtaining a first strain value of each channel of the hollow inclusion sensor at a certain moment after the mounting is completed;
drilling a thick-wall cylindrical rock core coaxial with the hollow inclusion by adopting a trepanning stress relief method, continuously measuring strain values of all channels, and obtaining a second strain value of the final stable state of each channel;
and calculating the real three-dimensional stress state of the measuring point at a certain moment by adopting a thick-wall cylinder elasticity theory based on the difference value between the second strain value and the first strain value at the certain moment of each channel of the hollow inclusion sensor.
Optionally, the process of obtaining the first strain value of each channel of the hollow inclusion sensor at a certain moment after the installation is completed includes:
a large hole is drilled at the measuring point, and the depth of the large hole is not less than 3-5 times of the radius of the cross section of the cavity;
a small hole is drilled forward at the bottom of the big hole, the small hole and the big hole are kept coaxial, the diameter of the small hole is consistent with that of the hollow bag body, the hollow bag body is sent into the small hole by using a direction finder, the polar angle and the axial deflection angle of each channel are obtained based on the relation between each channel of the hollow bag body and the direction finder, and the outer wall surface of the hollow bag body is fixedly connected with the wall of the small hole by using an adhesive;
and continuously measuring and recording strain values of all channels of the hollow inclusion by adopting a data acquisition instrument, and recording the strain values as first strain values.
Optionally, the process of obtaining the second strain value of the final steady state of each channel includes:
and continuously sleeving a thick-wall cylindrical rock core coaxial with the small hole forwards along the wall of the large hole, wherein the sleeving depth is not less than the depth of the small hole, gradually generating rebound deformation after the core loses external stress constraint along with the increase of the releasing depth, causing each channel of the hollow inclusion to generate strain value change, obtaining the strain of each channel in a final stable state after the core is completely released, and recording as a second strain value.
Optionally, the process of calculating the true three-dimensional stress state of the measuring point at a certain moment by adopting the thick-wall cylinder elasticity theory comprises the following steps:
calculating a difference between the second strain value and the first strain value;
based on the difference, a hyperstatic equation of a forward strain equation of each channel is constructed according to the elastic solution of the periphery of the round hole of the composite structure under the three-dimensional stress, and the optimal solution of the hyperstatic equation is calculated by adopting a least square method, namely the real three-dimensional stress state of the measuring point at the moment corresponding to the first strain value.
Still further, the process of calculating the difference between the second strain value and the first strain value includes:
setting the first strain value of each channel at the initial time to bethe first strain value of each channel at time t is +.>The second strain value is +.>The difference between the second strain value and the first strain value at the initial time or the time t is:
in the method, in the process of the application,and->And the difference value between the second strain value and the first strain value at the initial time or the t time is respectively, i is the number of the strain relief of the hollow inclusion, and j is the number of each strain relief strain gauge.
Further, the process of calculating the true three-dimensional stress state of the measuring point according to the elastic solution of the periphery of the round hole of the composite structure under the three-dimensional stress comprises the following steps:
calculating correction coefficients according to geometric parameters and elastic parameters of the drilling holes and the hollow inclusion;
calculating a stress coefficient based on the poisson ratio of the rock, the polar angle and the axial deflection angle of each channel and the correction coefficient of the strain gauge;
and calculating the real three-dimensional stress of the measuring point based on the stress coefficient.
Further, the calculating process of the correction coefficient includes:
calculating a modulus ratio based on the shear modulus of the hollow inclusion sensor and the shear modulus of the rock;
calculating a radius ratio based on the inner radius of the hollow inclusion sensor and the radius of the measurement aperture;
and calculating a correction coefficient of the strain gage based on the modulus ratio and the radius ratio.
Further, the construction process of the positive strain equation hyperstatic equation of each channel comprises the following steps:
constructing equation equations between the positive strain of each channel and the current stress of the measuring point based on the difference value of the second strain value and the first strain value of each channel to form a hyperstatic equation set;
calculating a normal equation of the hyperstatic equation set based on a least square principle;
and calculating a normal equation stress solution to obtain the real three-dimensional stress of the measuring point.
The application has the technical effects that:
the application provides a continuous measurement method for real three-dimensional stress of an engineering rock mass, which adopts a hollow inclusion stress relief method to continuously measure the real stress of a measuring point, and adopts elastic solution around a round hole of a composite structure to calculate the real stress value of the measuring point corresponding to each moment and reflect the real stress state of surrounding rock based on the difference between a first strain value of each channel at any moment after the hollow inclusion is installed and a second strain value of each channel in a stable state after a sleeve hole is relieved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:
FIG. 1 is a flow chart of a method for continuously measuring real three-dimensional stress of an engineering rock mass in an embodiment of the application;
FIG. 2 is a plan view of a work surface advancement process in accordance with an embodiment of the present application;
FIG. 3 is a cross-sectional view of a working surface pushing process according to an embodiment of the present application;
FIG. 4 is a graph showing the values of the channels of the face advance process sensor in accordance with an embodiment of the present application.
FIG. 5 is a graph showing strain change of each strain gauge at a measuring hole during the pushing process;
FIG. 6 is a graph showing strain change of each strain gage at the test hole during release;
fig. 7 is a graph showing the variation of stress components during the pushing process.
Detailed Description
It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other. The application will be described in detail below with reference to the drawings in connection with embodiments.
It should be noted that the steps illustrated in the flowcharts of the figures may be performed in a computer system such as a set of computer executable instructions, and that although a logical order is illustrated in the flowcharts, in some cases the steps illustrated or described may be performed in an order other than that illustrated herein.
The terms first, second and the like in the description and in the claims, are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged, as appropriate, such that embodiments of the present application may be implemented in sequences other than those illustrated or described herein, and that the objects identified by "first," "second," etc. are generally of a type, and are not limited to the number of objects, such as the first object may be one or more. Furthermore, in the description and claims, "and/or" means at least one of the connected objects, and the character "/", generally means that the associated object is an "or" relationship.
Example 1
1-4, in this embodiment, a method for continuously measuring true three-dimensional stress of an engineering rock mass is provided, as shown in FIG. 1, and includes the following steps:
a large hole is drilled at the measuring point, and the depth of the large hole is not less than 3-5 times of the radius of the cross section of the cavity;
a small hole is drilled forward at the bottom of the big hole, the small hole and the big hole are kept coaxial, the diameter of the small hole is consistent with that of the hollow bag body, the hollow bag body is sent into the small hole by using an orientation instrument, the polar angle and the axial deflection angle of each channel are obtained based on the relation between each channel of the hollow bag body and the orientation instrument, and the outer wall surface of the hollow bag body and the wall of the small hole are fixedly connected by adopting an adhesive, as shown in fig. 2 and 3;
continuously measuring and recording strain values of all channels of the hollow inclusion by adopting a data acquisition instrument, and recording the strain values as first strain values;
continuously sleeving a thick-wall cylindrical rock core coaxial with the small hole forwards along the wall of the large hole, wherein the sleeving depth is not less than the depth of the small hole, and gradually generating rebound deformation after the external stress constraint is lost along with the increase of the releasing depth, so that each channel of the hollow inclusion generates strain value change, and obtaining the strain of each channel in a final stable state after the rock core is completely released, and recording the strain as a second strain value, as shown in fig. 4;
calculating a difference between the second strain value and the first strain value;
based on the difference, a hyperstatic equation of a forward strain equation of each channel is constructed according to the elastic solution of the periphery of the round hole of the composite structure under the three-dimensional stress, the optimal solution of the hyperstatic equation is calculated by adopting a least square method, and the real three-dimensional stress state of the measuring point at the moment corresponding to the first strain value is calculated.
In a preferred embodiment of the present application, in the process of calculating the difference between the second strain value and the first strain value, the first strain value of each channel at the initial time is set to bethe first strain value of each channel at the moment t isThe second strain value is +.>The difference between the second strain value and the first strain value at the initial time or the time t is:
in the method, in the process of the application,and->And the difference value between the second strain value and the first strain value at the initial time or the t time is respectively, i is the number of the strain relief of the hollow inclusion, and j is the number of each strain relief strain gauge.
As a preferred embodiment of the application, the process of calculating the real three-dimensional stress state of the measuring point at the moment corresponding to the first strain value comprises the following steps:
calculating a correction coefficient according to geometric parameters and elastic parameters of the drilling and hollow inclusion, wherein the correction coefficient comprises the following steps:
shear modulus G based on hollow inclusion sensor 0 Shear modulus G of rock the modulus ratio n:
n＝G 0 /G
inner radius R based on hollow inclusion sensor 0 And measuring the small hole radius R to calculate the radius ratio m:
m＝R 0 /R
calculating modulus radius coefficient d from radius ratio m and modulus ratio n 1 、d 2 、d 3 、……、d 6 ：
Wherein D= (1+xn) [ x 0 +n+(1-n)(3m 2 -6m 4 +4m 6 )]+(x 0 -x)m 2 [(1-n)m 6 +x 0 +n]，x 0 ＝3-4ν 0 ，x＝3-4ν。
According to modulus radius coefficient d 1 、d 2 、d 3 、……、d 6 Calculating correction coefficient K of strain gauge 1 、K 2 、K 3 、K 4 ：
After the correction coefficient is calculated, calculating a stress coefficient A based on the Poisson ratio of the rock, the polar angle and the axial deflection angle of each channel and the correction coefficient of the strain gauge 1 、A 2 、A 3 、……、A 6 ：
In θ i Is the polar angle corresponding to the strain gauge;is the angle of the strain gage.
As a preferred embodiment of the application, the process for calculating the three-dimensional stress of the measuring point according to the elastic solution of the periphery of the round hole of the composite structure under the three-dimensional stress comprises the following steps:
finally according to the stress coefficient A 1 、A 2 、A 3 、……、A 6 Constructing a positive strain equation of each channel:
Eδε＝A 1 σ x +A 2 σ y +A 3 σ z +A 4 τ xy +A 5 τ yz +A 6 τ zx
wherein δε is the difference between the second strain value and the first strain value of the strain gauge.
And constructing equation equations between the positive strain of each channel and the current stress of the measuring point based on the difference value of the second strain value and the first strain value of each channel to construct a hyperstatic equation set, and calculating a normal equation:
wherein s is the number of observation value equations, and s=mn; m is the number of strain reliefs; n is the number of strain gages in different directions contained in each strain gage;
and calculating stress solution of the equation to obtain the real three-dimensional stress of the measuring point.
Example two
Taking a real three-dimensional stress test of a top plate in the process of pushing a fully mechanized coal mining face of a certain coal mine as an example, installing a hollow inclusion at a position 100m in front of a measuring point on a tunneling section, recording data, and releasing after the tunneling face exceeds the section 140m where the measuring point is located, wherein the specific material parameters are as follows: borehole wall elastic modulus e=25 GPa, poisson ratio v=0.159; bag body material E 0 =7.5 GPa, poisson ratio v 0 =0.38, release radius r=50mm in release process, hollow weld radius R 0 =45 mm. Along with excavation advancement, the measured data are shown in tables 1-3, and the change curve graphs are shown in fig. 5-7: table 1 is the strain amount of the strain gauge at the measuring point during the pushing, table 2 is the strain amount of the strain gauge at the measuring point during the releasing, and table 3 is the stress component at the measuring point during the pushing.
TABLE 1 Strain values (mu epsilon) for each channel of the measurement points during propulsion
TABLE 2 strain amount (mu epsilon) of each channel at measuring point during releasing process
TABLE 3 true three-dimensional stress component (MPa) of the measurement points during the propulsion process
The application provides a continuous measurement method for real three-dimensional stress of an engineering rock mass, which adopts a hollow inclusion stress relief method to continuously measure the real stress of a measuring point, and adopts elastic solution around a round hole of a composite structure to calculate the real stress value of the measuring point corresponding to each moment and reflect the real stress state of surrounding rock based on the difference between a first strain value of each channel at any moment after the hollow inclusion is installed and a second strain value of each channel in a stable state after a sleeve hole is relieved.
The present application is not limited to the above-mentioned embodiments, and any changes or substitutions that can be easily understood by those skilled in the art within the technical scope of the present application are intended to be included in the scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.
Claims (8)
1. The continuous measuring method for the real three-dimensional stress of the engineering rock mass is characterized by comprising the following steps of:
mounting a hollow inclusion sensor at a measuring point, recording the polar angle and the axial deflection angle of each channel, and obtaining a first strain value of each channel of the hollow inclusion sensor at a certain moment after the mounting is completed;
drilling a thick-wall cylindrical rock core coaxial with the hollow inclusion by adopting a trepanning stress relief method, continuously measuring strain values of all channels, and obtaining a second strain value of the final stable state of each channel;
and calculating the real three-dimensional stress state of the measuring point at a certain moment by adopting a thick-wall cylinder elasticity theory based on the difference value between the second strain value and the first strain value at the certain moment of each channel of the hollow inclusion sensor.
2. The method for continuously measuring true three-dimensional stress of engineering rock mass according to claim 1, wherein the process of obtaining the first strain value of each channel of the hollow inclusion sensor at a certain moment after the completion of the installation comprises the following steps:
a large hole is drilled at the measuring point, and the depth of the large hole is not less than 3-5 times of the radius of the cross section of the cavity;
a small hole is drilled forward at the bottom of the big hole, the small hole and the big hole are kept coaxial, the diameter of the small hole is consistent with that of the hollow bag body, the hollow bag body is sent into the small hole by using a direction finder, the polar angle and the axial deflection angle of each channel are obtained based on the relation between each channel of the hollow bag body and the direction finder, and the outer wall surface of the hollow bag body is fixedly connected with the wall of the small hole by using an adhesive;
and continuously measuring and recording strain values of all channels of the hollow inclusion by adopting a data acquisition instrument, and recording the strain values as first strain values.
3. The method for continuously measuring true three-dimensional stress of engineering rock according to claim 1, wherein the process of obtaining the second strain value of the final steady state of each channel comprises:
and continuously sleeving a thick-wall cylindrical rock core coaxial with the small hole forwards along the wall of the large hole, wherein the sleeving depth is not less than the depth of the small hole, gradually generating rebound deformation after the core loses external stress constraint along with the increase of the releasing depth, causing each channel of the hollow inclusion to generate strain value change, obtaining the strain of each channel in a final stable state after the core is completely released, and recording as a second strain value.
4. The continuous measurement method of true three-dimensional stress of engineering rock mass according to claim 1, wherein the process of calculating the true three-dimensional stress state of the measuring point at a certain moment by adopting the thick-wall cylinder elasticity theory comprises the following steps:
calculating a difference between the second strain value and the first strain value;
based on the difference, a hyperstatic equation of a forward strain equation of each channel is constructed according to the elastic solution of the periphery of the round hole of the composite structure under the three-dimensional stress, the optimal solution of the hyperstatic equation is calculated by adopting a least square method, and the real three-dimensional stress state of the measuring point at the moment corresponding to the first strain value is calculated.
5. The method of continuous measurement of true three-dimensional stress of an engineered rock mass according to claim 4, wherein the process of calculating the difference between the second strain value and the first strain value comprises:
setting the first strain value of each channel at the initial time asthe first strain value of each channel at the moment t isThe second strain value is +.>The difference between the second strain value and the first strain value at the initial time or the time t is:
in the method, in the process of the application,and->And the difference value between the second strain value and the first strain value at the initial time or the t time is respectively, i is the number of the strain relief of the hollow inclusion, and j is the number of each strain relief strain gauge.
6. The continuous measurement method of real three-dimensional stress of engineering rock according to claim 4, wherein the process of calculating the real three-dimensional stress state of the measuring point at the moment corresponding to the first strain value comprises:
calculating correction coefficients according to geometric parameters and elastic parameters of the drilling holes and the hollow inclusion;
calculating a stress coefficient based on the poisson ratio of the rock, the polar angle and the axial deflection angle of each channel and the correction coefficient of the strain gauge;
and calculating the real three-dimensional stress of the measuring point based on the stress coefficient.
7. The continuous measurement method of true three-dimensional stress of engineering rock according to claim 6, wherein the calculation process of the correction coefficient comprises:
calculating a modulus ratio based on the shear modulus of the hollow inclusion sensor and the shear modulus of the rock;
calculating a radius ratio based on the inner radius of the hollow inclusion sensor and the radius of the measurement aperture;
and calculating a correction coefficient of the strain gage based on the modulus ratio and the radius ratio.
8. The continuous measurement method of true three-dimensional stress of engineering rock mass according to claim 4, wherein the process of constructing the hyperstatic equation of each channel positive strain equation according to the elastic solution of the periphery of the round hole of the composite structure under the three-dimensional stress comprises the following steps:
constructing equation equations between the positive strain of each channel and the current stress of the measuring point based on the difference value of the second strain value and the first strain value of each channel to form a hyperstatic equation set;
calculating a normal equation of the hyperstatic equation set based on a least square principle;
and calculating a normal equation stress solution to obtain the real three-dimensional stress of the measuring point.
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| CN117268617A (en) * | 2023-09-13 | 2023-12-22 | 中国科学院武汉岩土力学研究所 | Stress tensor determination method comprising three-layer medium model |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117268617A (en) * | 2023-09-13 | 2023-12-22 | 中国科学院武汉岩土力学研究所 | Stress tensor determination method comprising three-layer medium model |
| CN117268617B (en) * | 2023-09-13 | 2024-05-28 | 中国科学院武汉岩土力学研究所 | Stress tensor determination method comprising three-layer medium model |
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